stuttgarter geotechnik-seminar · 2020. 11. 17. · monday, 16 november 2020 applications of...
TRANSCRIPT
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Monday, 16 November 2020
Applications of Dilatometer (DMT) and
Seismic Dilatometer (SDMT) in
Geotechnical Engineering
Eng. Diego Marchetti
Stuttgarter Geotechnik-Seminar
Studio Prof. Marchetti
Italy www.marchetti-dmt.it
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Many different tools for site investigation..
“Soil borings … laboratory testing … SPT … pressuremeter (PMT) … vane (VST) … crosshole (CHT) … All of these are valid and suitable … yet at considerable cost in time and money …” Mayne 2009
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Direct Push Technology: SCPT & SDMT
increasing leadership in penetrable soils:
Direct Push Technology:
simple
fast
repeatable
continuous soil profile
results real time Mayne
2009 Sands:
recovering undisturbed samples very difficult
Direct Push Technology is the state-of-practice
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Seismic Dilatometer (S + DMT)
Flat Dilatometer 1980
Seismic Module 2004
Seismic Dilatometer (SDMT)
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Prof. Silvano Marchetti (1943 – 2016)
inventor of the Flat Dilatometer (1974)
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Flat Dilatometer (DMT)
Flexible Steel
Membrane
Ф = 60 mm BLADE
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DMT Test Layout
blade
rods
penetration
machine
pneumatic-
electric cable
control unit
gas tank
(air, nitrogen,etc)
Test Procedure
stop every 20 cm
A : Lift-off pressure
B : Pressure for
1.1 mm expansion
Deflate after B
C : Closing pressure
B
Laptop
Computer
C A
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DMT Data: A, B and C with depth (Z)
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SDMT – Test Layout
DM
T
Se
ism
ic m
od
ule
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Shear wave velocity measurement
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Generate S-wave at surface
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Data transfer of seismic wave (≈ 5 sec)
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Vs available real time
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SDMT main features
Accuracy of delay (Δt) calculation
• Signals are amplified and digitized in depth clean waves delay Δt very clear
• True-interval (2 receivers) vs Pseudo-interval (1 receiver)
• Trigger offset no influence on Δt calculation
• Same wave to both receivers
• Vs interpretation
• Automatic
• operator independent
• real time
• Test execution is rapid
• no hole (if soil is penetrable)
• no wait time for cementation (e.g. crosshole, downhole)
SDMT
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SPDMT for compression wave velocity
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Heavy Truck Penetrometer – most efficient
Able to push 20+ tons without lateral instability
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Light Penetrometer – cost effective
Juan Santamaria Airport , Costarica
Economical and easy to transport, but requires anchoring
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Many ways for advancing the DMT blade
Driven by Spt tripod
Driven by drill rig
Pushed by drill rig
Driven or pushed by
light penetrometer
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Soils testable by DMT/SDMT
DMT • ALL SANDS, SILTS, CLAYS • Very soft soils (Su = 2-4 kPa, M=0.5 MPa)
• Hard soils/Soft Rock (Su = 1 MPa, M=400 MPa)
• Blade robust (safe push 25 ton)
SDMT • All penetrable soils (like DMT above)
• Also in non penetrable soils like gravel, very
dense sand, etc: inside a backfilled borehole
(Totani et al 2009)
Max depth: 135 m in L’Aquila (2009)
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Interpretation of the Results
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Corrected readings:
to account for membrane rigidity (calibration)
Corrected Readings DMT Field Readings
A
C
P1: Corrected B reading
P2: Corrected C reading
P0: Corrected A reading
B
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DMT Intermediate parameters
Intermediate Parameters Corrected Readings
P0
P1
KD: Horizontal Stress Index
ED: Dilatometer Modulus
ID: Material Index
P2 UD: Pore Pressure Index
ID, KD, ED, UD are definitions, not correlations !!!
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Interpreted Geotechnical Parameters
Intermediate
Parameters
ID
KD
ED
UD
Interpreted Geotechnical Parameters
Cu: Undrained Shear Strength (clay)
K0: Earth Pressure Coeff (clay)
OCR: Overconsolidation Ratio (clay)
: Safe floor friction angle (sand)
: Unit weight and description
M: Constrained Modulus
Drained vs Undrained behaviour
U : Pore pressure (sand)
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DMT Formulae (1980 - today)
SBT chart and ( γ / γw )
The Flat Dilatometer Test (DMT) in Soil Investigations (2001) – A Report by the ISSMGE Committee TC16. Proceedings, Int. Conf.
on In-Situ Measurement of Soil Properties and Case Histories, 95–131. Parahyangan Catholic University, Bandung, Indonesia.
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ID contains information on soil type
p
1
CLAY
p p 0
SAND
p 0
p 1
p
SILT falls in between Definition: ID = (P0 - U0)
(P1 - P0)
P1
P0 ≈ 1.1-1.3
P1
P0 ≥ 2.5
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ID contains information on soil type
Material Index
Z
[m]
…
19.0
19.2
19.4
19.6
19.8
20.0 …
P0
[bar]
…
5.86
5.91
5.90
6.01
6.04
6.00 …
P1
[bar]
…
6.65
6.80
6.95
6.95
7.30
7.02 …
CLAY
Z
[m]
…
2.0
2.2
2.4
2.6
2.8
3.0 …
P0
[bar]
…
2.61
2.78
2.68
2.64
3.06
3.08 …
P1
[bar]
…
11.90
11.55
11.53
10.90
12.40
12.90 …
SAND
Fiumicino 2005
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KD contains information on stress history
KD is an „amplified‟ K0, because (P0 - U0)
is an „amplified‟ σ‟h, due to penetration
KD = σ‟v
(P0 - U0)
KD well correlated to K0 & OCR (clay)
P0
D
M
T same formula as K0: (P0 – U0) σ‟h
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De
pth
Z
KD
KD contains information on stress history
2
KD = 2 in NC clay (OCR = 1)
NC
OC KD > 2 in OC clay (OCR > 1)
KD stress history index
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KD contains information on stress history
Taranto 1987
Material
Index
Horizontal
Stress Index
NC KD ͌ 2
OC KD > 2
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CLAY: KD correlated to OCR
Experimental Kamei & Iwasaki 1995
Theoretical Finno 1993
Theoretical Yu 2004
OCR = KD
1.56
Marchetti 1980 (experimental) 0.5 ) (
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CLAY: KD correlated to K0
Theoretical
2004 Yu
Experimental
Marchetti (1980)
K0 =
KD 0.47
Marchetti 1980 (experimental) 1.5
0.6 ( )
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Example: σ'h relaxation behind a landslide (K0)
Case History (2002):
Landslide in Milazzo, Sicily
Horizontal Stress σ’h (kPa)
Z (
m)
– a
bo
ve s
ea level
1
2
3
σ’h obtained using K0 from DMT
RAILWAY
1 2 3
clay
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ED contains information on deformation
Theory of elasticity:
ED = elastic modulus of the horizontal load test performed
by the DMT membrane (D = 60mm, 1.1 mm expansion)
1.1 mm
D
M
T
ED = 34.7 (P1 - P0)
Gravesen S. "Elastic Semi-Infinite Medium bounded by a Rigid Wall with a Circular
Hole", Danmarks Tekniske Højskole, No. 11, Copenhagen, 1960, p. 110.
ED not directly usable corrections
(penetration,etc)
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M obtained from ED using information on
soil type ID and stress history KD
ED (DMT modulus)
M
Constrained
Modulus
KD (stress history)
ID (soil type)
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M Comparison from DMT and from Oedometer
Norwegian Geotechnical Institute (1986).
"In Situ Site Investigation Techniques and
interpretation for offshore practice". Report
40019-28 by S. Lacasse, Fig. 16a, 8 Sept
86
ONSOY Clay - NORWAY
Constrained Modulus M (Mpa)
Constrained Modulus M (Mpa)
Tokyo Bay Clay - JAPAN
Iwasaki K, Tsuchiya H., Sakai Y.,
Yamamoto Y. (1991) "Applicability of the
Marchetti Dilatometer Test to Soft
Ground in Japan", GEOCOAST '91,
Sept. 1991, Yokohama 1/6
Virginia - U.S.A.
Failmezger, 1999
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Su in clay (Ladd 1977 Tokyo)
Ladd: best Su measurement not from TRX UU !!
Using m 0.8 (Ladd 1977) and (Su/’v)NC 0.22 (Mesri 1975)
Su
σ’v OC
= Su
σ’v NC
OCR m OCR = 0.5 KD
1.56
best Su: oedometer OCR SHANSEP
Su = σ’v 0.5 KD
1.25 0.22 ( )
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Su comparisons from DMT and from other tests
Recife - Brazil
Coutinho et al., Atlanta ISC'98 Mekechuk J. (1983). "DMT Use on C.N.
Rail Line British Columbia",
First Int.Conf. on the Flat Dilatometer,
Edmonton, Canada, Feb 83, 50
Skeena Ontario – Canada Tokyo Bay Clay - Japan
Iwasaki K, Tsuchiya H., Sakai Y.,
Yamamoto Y. (1991) "Applicability of the
Marchetti Dilatometer Test to Soft
Ground in Japan", GEOCOAST '91,
Sept. 1991, Yokohama 1/6
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A.G.I., 10th ECSMFE Firenze 1991
Vol. 1, p. 37
Su at National Site FUCINO – ITALY
CPT: different profiles
according to Nc (=14-22)
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Pore water pressure: C Readings (P2)
Schmertmann 1988 (DMT Digest No. 10, May 1988, Fig. 3)
CLAY: P2 > U0
no drainage ( highlights u)
Definition: UD = (P0 - U0)
(P2 - U0)
P2 [kPa]
Corrected C Reading
Dep
th [
m]
SAND: P2 U0
drainage ( piezometer) UD ≈ 0
UD ≈ 0
UD > 0
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EXAMPLE OF SDMT TESTS IN SAND
Catania Harbour - 2012
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SDMT TESTS IN SAND (Catania 2012)
Corrected
C - Reading
Pore Pressure
Index
Material
Index DMT Soil Behavior Type
CLAY SILT SAND
ED[M
Pa
]
Dep
th [
m]
Dep
th [
m]
Dep
th [
m]
ID ID P2 [Mpa] UD
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DMT Dissipation Test
Test procedure:
Stop penetration (origin T = 0 s)
Repeat only A readings (deflate)
NO MEMBRANE EXPANSION
A
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wedge vs cone (dissipation)
Dissipation test in cohesive soils
estimate coefficient consolidation & permeability
Time (min)
σ h
(k
Pa
)
Totani et al. (1998)
wedge
From a mini
embankment
Larger volume
in a less
disturbed zone
cone
From u(t) in
a singular
highly
disturbed
point
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wedge vs cone (dissipation)
Dissipation test in cohesive soils
estimate coefficient consolidation & permeability
Time (min)
σ h
(k
Pa
)
Totani et al. (1998)
wedge
From a mini
embankment
Larger volume
in a less
disturbed zone
cone
From u(t) in
a singular
highly
disturbed
point
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International Standards
EUROCODE 7 (2007). Standard Test Method, European Committee for Standardization,
Part 3: Design Assisted by Field Testing, Section 9: Flat Dilatometer Test (DMT), 9 pp.
ASTM (2016). Standard Test Method D6635-15, American Society for Testing and
Materials. Standard test method for performing the Flat Dilatometer Test (DMT), 14 pp.
TC16 / TC102 (2001). “The DMT in soil Investigations”, ISSMGE Technical
Committee on Ground Property, Characterization from in-situ testing, 41 pp.
NATIONAL STANDARDS:
• Italy: Consiglio Superiore Lavori Pubblici (2009), Protezione Civile (2008)
• Sweden: Swedish Geotechnical Society SGF report (1994)
• France: ISO/TS 22476-11:2005(F)
• China: TB10018 (2003), GB50021 (2003), DGJ08-37 (2012)
• ..
ISO (2017). ISO/TS 22476-11, Geotechnical investigation and testing - Field testing
Part 11: The Flat Dilatometer Test, 9 pp
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SDMT used in over 80 countries (°)
(°) Algeria, Angola, Argentina, Australia, Austria, Bahrain, Bangladesh, Belgium, Bolivia, Bosnia, Brazil, Bulgaria, Canada,
Czech Republic, China, Chile, Cyprus, Colombia, Costa Rica, Croatia, Denmark, Ecuador, Egypt, United Arab Emirates,
Estonia, Finland, France, Germany, Greece, Guadalupe, Guatemala, Honduras, Hong Kong, Hungary, India, Indonesia, Iran,
Ireland, Israel, Italy, Japan, Kazhakstan, Korea, Kosovo, Kuwait, Lithuania, Malaysia, Mauritius, Mexico, Myanmar, Netherland,
New Zealand, Norway, Oman, Panama, Peru, Paraguay, Philippines, Poland, Portugal, Romania, Russia, Saudi Arabia, Serbia,
Singapore, Slovenia, South Africa, Spain, Sri Lanka, Sweden, Switzerland, Taiwan, Thailand, Tunisia, Turkey, United Kingdom,
United States of America, Venezuela, Vietnam.
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Main SDMT applications
Settlements of shallow foundations
In situ G- decay curves
QA of soil improvement
Slip surface detection in OC clay
Liquefaction resistance (CRR)
Laterally loaded piles (P-y curves)
Diaphragm walls (springs model)
FEM input parameters (es. Plaxis)
Vs for soil sample quality assessment
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Settlements Prediction (Modulus)
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SETTLEMENTS PREDICTION
S = Δσv
M Ʃ Δz
1-D approach (classic Terzaghi)
Primary settlement at working loads (Fs ͌
2.5-3 to b.c.)
LOAD
Boussinesq
Δσv
SOIL
DMT
M
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Many publications & case histories of good
agreement between measured and DMT-
predicted settlements / moduli:
• Failmezger (2020)
• Godlewski (2018)
• McNulty & Harney (2014)
• Berisavijevic (2013)
• Vargas (2009)
• Bullock (2008)
• Monaco (2006)
• Lehane & Fahey (2004)
• Mayne (2001, 2004)
• Failmezger (1999, 2000, 2001)
• Crapps & Law Engineering (2001)
• Tice & Knott (2000)
• Woodward (1993)
• Iwasaki et al. (1991)
• Hayes (1990)
• Mayne & Frost (1988)
• Schmertmann 1986,1988)
• Steiner (1994)
• Leonards (1988)
• Lacasse and Lunne (1986)
• ..
• ..
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Observed vs. Predicted Settlements by DMT Silos on Danube Bank (Belgrade)
Silo founded on mat 100 m x 23 m, with qnet = 160 kPa
DMT Settlement prediction: 77 cm
Measured Settlement: 63 cm
DMT +22%
D. Berisavijevic, 2013
mu
d a
nd
lo
ose
sa
nd
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Sunshine Skyway Bridge – Tampa Bay – Florida
World record span for cable stayed post-tensioned concrete box girder concrete construction
(Schmertmann – Asce Civil Engineering – March 1988)
M from DMT 200 MPa ( 1000 DMT data points)
M from laboratory: M 50 MPa
M from observed settlements: M 240 MPa
DMT good estimation of M in this site
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Observed vs. Predicted Settlements by DMT Dormitory Building 13 storeys (Atlanta - USA)
DMT
observed
Settlements profile: Measured vs DMT predicted
(Piedmont residual soil)
Mayne, 2005
SPT Settlement prediction: 46 mm
DMT Settlement prediction: 250 mm
Observed Settlement: 250 mm
SPT error is large and unsafe !!!
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28 Projects: observed vs. predicted by DMT
“..comparison of settlement values measured at the structures with respect
to those obtained by dilatometer data and observations (28 structures). It
should be added that the given set of buildings was limited to structures with
shallow foundation..”
Different soil types
Godlewski, 2018
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Example of SDMT measurements and a
‘real time’ Settlements Prediction at a
demonstration site for a workshop
Bogotà (Colombia - 2015)
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Example of SDMT tests in Clay
SDMT Workshop in Colombia (May 2015, Bogotà)
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SDMT Escuela Colombiana 9 May 2015
Material
Index
Constrained
Modulus
Undrained
Shear Strength
Horizontal
Stress Index
Shear Wave
Velocity
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STRESS HISTORY PARAMETERS
Overconsolidation
Ratio
Preconsolidation
Pressure
Earth Pressure
Coefficient
Horizontal
Effective Stress
OCR >> 1 TOP CRUST
OCR ~ 1 NC Clay
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Settlements Calculation: Load information
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Settlements Calculation: Soil information
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Settlements Calculation
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Settlements: graph below center of load
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Main differences CPT-DMT
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1. Flexibility in penetration
CPT – measurements performed at fix penetration
rate of 2 cm / sec
penetrometer required
penetration rate may influence results
DMT – no requirement on penetration rate.
Measurements when blade is not moving.
penetrometer, drill rig, floating barge, etc
measurements independent of penetration rate
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2. Probe shape and soil distortion
Ba
ligh
& S
co
tt (
19
75
)
Blade Cone
Blade penetration causes less distortion than cone penetration,
preserving the original state of the soil less disturbance
measure zone
measure zone
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3. Sensitivity to σh of CPT(SPT) and DMT
Hughes & Robertson (Canadian Journal August 1985)
Arching effect
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4) SANDS: Stress History effects ON CPT & DMT
Effect of SH on
normalized Qc (CPT)
Lee 2011, Eng. Geology – CC in sand
Effect of SH
on KD (DMT)
KD sensitive to Stress History
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5. DMT (like PMT): Modulus direct measurement
CPT (SPT) measures resistance and correlates to
stiffness with a factor ranging significantly: ~ (3 – 27)
Stiffness Strength
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6. DMT: direct measurement of modulus in the soil
loaded at the strain level for deformation analysis
Mayne (2001)
SPT & CPT
Factor ???
Nc: 3 – 27
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G-gamma decay curves (in situ)
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Go and MDMT on the G - decay curve
G0 / MDMT may provide an in situ estimate of the G- decay curve
HARA (1973) YOKOTA et al. (1981) TATSUOKA (1977) SEED & IDRISS (1970) ATHANASOPOULOS (1995) CARRUBBA & MAUGERI (1988)
0.05 to 0.1%
HARA (1973) YOKOTA et al. (1981) TATSUOKA (1977) SEED & IDRISS (1970) ATHANASOPOULOS (1995) CARRUBBA & MAUGERI (1988)
0.05 – 0.1 %
Maugeri (1995)
Mayne (2001)
Ishihara (2001)
SDMT G0 - small strain modulus (from Vs)
MDMT - working strain modulus ( = 0.05 – 0.1 %) two points
low GO/M
high GO/M
Pubblications: Rodriguez et al (2019), Amoroso et al (2012, 2014), Marchetti et al (2008),
Lehane & Fahey (2004) Porto ISC-2 – non linear settlement analysis from in situ tests
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SDMT experimental data used
to assist the construction of a
hyperbolic equation
Tentative estimation of G - decay curve
Amoroso et al. 2014
0
5
10
15
20
25
30
35
40
45
50
0.01 0.1 1 10
G0/
GD
MT
DMT (%)
SANDY SITES
SILTY AND CLAYEY SITES
Good agreement between
hyperbolic SDMT estimation and
laboratory stiffness decay curve
DMTDMTG
GG
G
11
1
00
0
0.2
0.4
0.6
0.8
1
1.2
0.0001 0.001 0.01 0.1 1 10
no
rmali
zed
sh
ear
mo
du
lus, G
/G0
shear strain, g (%)
DSDSS - Roio Piano S3 C2
GDMT/G0 Roio Piano S3 C2
Hyperbolic curve
ROIO PIANOClayey silt(b)
0
0.2
0.4
0.6
0.8
1
1.2
0.0001 0.001 0.01 0.1 1 10
no
rmal
ize
d s
he
ar m
od
ulu
s, G
/G0
shear strain, g (%)
G/G0 Shenton Park BH1A, z = 1.3 m
G/G0 Shenton Park BH2A, z = 1.3 m
G/G0 Shenton Park BH2B, z = 2.3 m
G/G0 Shenton Park BH3A, z = 2.3 m
G/G0 Shenton Park BH2C, z = 3.3 m
G/G0 Shenton Park BH3B, z = 3.3 m
G/G0 Shenton Park BH1B, z = 3.3 m
G/G0 Shenton Park BH2D, z = 3.9 m
G/G0 Shenton Park BH1C, z = 4.3 m
G/G0 Shenton Park BH3C, z = 4.6 m
GDMT/G0 Shenton Park BH1A, z = 1.3 m
GDMT/G0 Shenton Park BH2A, z = 1.3 m
GDMT/G0 Shenton Park BH2B, z = 2.3 m
GDMT/G0 Shenton Park BH3A, z = 2.3 m
GDMT/G0 Shenton Park BH2C, z = 3.3 m
GDMT/G0 Shenton Park BH3B, z = 3.3 m
GDMT/G0 Shenton Park BH1B, z = 3.3 m
GDMT/G0 Shenton Park BH2D, z = 3.9 m
GDMT/G0 Shenton Park BH1C, z = 4.3 m
GDMT/G0 Shenton Park BH3C, z = 4.6 m
Hyperbolic curve
0
0.2
0.8
0.6
0.4
1
1.2
0.1 1 100.0001 0.001 0.01
SHENTON PARKSilica sand
0
0.2
0.4
0.6
0.8
1
1.2
0.0001 0.001 0.01 0.1 1 10
no
rmal
ize
d s
he
ar m
od
ulu
s, G
/G0
shear strain, g (%)
G/G0 Shenton Park BH1A, z = 1.3 m
G/G0 Shenton Park BH2A, z = 1.3 m
G/G0 Shenton Park BH2B, z = 2.3 m
G/G0 Shenton Park BH3A, z = 2.3 m
G/G0 Shenton Park BH2C, z = 3.3 m
G/G0 Shenton Park BH3B, z = 3.3 m
G/G0 Shenton Park BH1B, z = 3.3 m
G/G0 Shenton Park BH2D, z = 3.9 m
G/G0 Shenton Park BH1C, z = 4.3 m
G/G0 Shenton Park BH3C, z = 4.6 m
GDMT/G0 Shenton Park BH1A, z = 1.3 m
GDMT/G0 Shenton Park BH2A, z = 1.3 m
GDMT/G0 Shenton Park BH2B, z = 2.3 m
GDMT/G0 Shenton Park BH3A, z = 2.3 m
GDMT/G0 Shenton Park BH2C, z = 3.3 m
GDMT/G0 Shenton Park BH3B, z = 3.3 m
GDMT/G0 Shenton Park BH1B, z = 3.3 m
GDMT/G0 Shenton Park BH2D, z = 3.9 m
GDMT/G0 Shenton Park BH1C, z = 4.3 m
GDMT/G0 Shenton Park BH3C, z = 4.6 m
Hyperbolic curve
0
0.2
0.8
0.6
0.4
1
1.2
0.1 1 100.0001 0.001 0.01
SHENTON PARKSilica sand
0
0.2
0.4
0.6
0.8
1
1.2
0.0001 0.001 0.01 0.1 1 10
no
rmal
ize
d s
he
ar m
od
ulu
s, G
/G0
shear strain, g (%)
0
0.2
0.8
0.6
0.4
1
1.2
0.1 1 100.0001 0.001 0.01
SHENTON PARKSilica sand
0
0.2
0.4
0.6
0.8
1
1.2
0.0001 0.001 0.01 0.1 1 10
no
rmal
ize
d s
he
ar m
od
ulu
s, G
/G0
shear strain, g (%)
G/G0 Shenton Park BH1A, z = 1.3 m
G/G0 Shenton Park BH2A, z = 1.3 m
G/G0 Shenton Park BH2B, z = 2.3 m
G/G0 Shenton Park BH3A, z = 2.3 m
G/G0 Shenton Park BH2C, z = 3.3 m
G/G0 Shenton Park BH3B, z = 3.3 m
G/G0 Shenton Park BH1B, z = 3.3 m
G/G0 Shenton Park BH2D, z = 3.9 m
G/G0 Shenton Park BH1C, z = 4.3 m
G/G0 Shenton Park BH3C, z = 4.6 m
GDMT/G0 Shenton Park BH1A, z = 1.3 m
GDMT/G0 Shenton Park BH2A, z = 1.3 m
GDMT/G0 Shenton Park BH2B, z = 2.3 m
GDMT/G0 Shenton Park BH3A, z = 2.3 m
GDMT/G0 Shenton Park BH2C, z = 3.3 m
GDMT/G0 Shenton Park BH3B, z = 3.3 m
GDMT/G0 Shenton Park BH1B, z = 3.3 m
GDMT/G0 Shenton Park BH2D, z = 3.9 m
GDMT/G0 Shenton Park BH1C, z = 4.3 m
GDMT/G0 Shenton Park BH3C, z = 4.6 m
Hyperbolic curve
0
0.2
0.8
0.6
0.4
1
1.2
0.1 1 100.0001 0.001 0.01
SHENTON PARKSilica sand
(a)
requires further validation
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Quality Assessment of Soil Improvement
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In the last decades the DMT has been
increasingly used in compaction jobs to
quantify the gain in soil improvement
Ground
Reinforcement
Stone Columns
Soil Nails
Micropiles
Jet Grouting
Ground Anchors
Geosynthetics
Fibers
Lime Columns
Vibro-Concrete
Columns
..
Ground
Improvement
Surface Compaction
Drainage/Surcharge
Electro-osmosis
Compaction
grouting
Blasting
Dynamic
Compaction
..
Ground
Treatment
Soil Cement
Lime Admixtures
Flyash
Dewatering
Heating/Freezing
Vitrification
..
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DMT for Compaction Control (case history 1)
Loose sandfill - container terminal in Belgium Resonant vibrocompaction technique
Van Impe, De Cock, Massarsch, Mengé - New Delhi (1994)
Dep
th (
m)
KD 8 16 24 32 0
Dep
th (
m)
MDMT 80 160 0
0
2
4
6
8
MPa 0
2
4
6
8
∼ 4 x ∼ 10 x
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DMT for Compaction Control (case history 2)
“Figure 3 illustrates how well resin injections improved the soil and how
well KD and M detected such improvements“ (Failmezger 2017)
“The DMT tests were
performed near the
ground improvement
and about 15 feet
away from the
improvement.”
Figure 3
Grifton School Project USA
(SAND)
Resin Injection
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DMT for Compaction Control - Palma Jumeirah Dubai E. Sharif (2015)
Aim of DMT & CPT tests: to confirm OC of
vibrocompaction, detected also by very
high Vs (400-500 m/s)
“..hydraulically filled silty fine calcareous
sand dredged from sea bed, underlain by
sedimentary rock of very weak
sandstone and siltstone..”
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DMT for Compaction Control - Palma Jumeirah Dubai E. Sharif (2015)
Z (
m)
CPT (qt) DMT (M)
MPa
M / qt
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Slip surface detection in OC clay slopes
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DMT-KD method Verify if an OC clay slope
contains active (or old quiescent) slip surfaces
(Totani et al. 1997)
Sliding 1
Remoulding 2
Reconsolidation
(NC State) 3
Inspect
KD profile
4
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Validation of DMT-KD method
Landslide "Filippone" (Chieti 1997)
DOCUMENTED
SLIP SURFACE
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Validation of DMT-KD method
Landslide ‘St. Barbara’ (AR)
DOCUMENTED
SLIP SURFACE
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KD to detect slip surface
Peiffer, 2016 - ISC’5 Conf.
Inspection of KD profile
before and after the landslide
before: KD > 4
after: KD ≈ 2
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Medusa DMT: Automated Dilatometer
batteries
electronic
board
engine
piston
pressure
transducer
• Battery Power Pack (24h operational)
• Electronic Board
• Hydraulic Motorized Syringe:
• Electric Engine
• Piston
• Cylinder
• Pressure Transducer
• Blade with standard dimensions
patent no. 18457.0137.US0000
DMT
cylinder
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No pneumatic cable
Medusa DMT vs. Traditonal DMT
No gas tank
No control unit
No operator required for inflation
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Medusa DMT: example of test cycle
A
B
C
[ms]
T = 0 when penetration stops and test cycle begins
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Dissipation test before membrane expansion
Motorized syringe able to maintain membrane in the
A position monitoring σh with time
[s]
[s]
[s]
Dissipation test for 100 sec (repeated A)
B
C
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Medusa DMT validation in a Tailing‟s Dam
(Poland - November 2019)
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Zelazny Most Tailings Dam – Poland
Main Characteristics:
Geomaterial: wastes copper mine
Maximum dam height: 66+ m
Total volume stored: 558x106 m3
Storage rate: 29x106 m3/year
Area covered: 14.0 km2
Total Dam‟s length: 14.3 km
Operation time: 1977-2042
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Medusa DMT validation in Zelazny Most
Zelazny Most Tailings Dam (Poland)
November 2019
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Medusa DMT at Zelazny Most – Poland (November 2019)
co
mp
ac
ted
n
ot
co
mp
ac
ted
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Medusa DMT at Zelazny Most – Poland (November 2019)
Partially Draining Layers
(Niche Silts)
Significant dissipation during test
execution:
Readings lower than expected
Readings require corrections
Medusa enables to detect this
behaviour monitoring σh with time
prior to standard DMT readings
F. Schnaid Mitchell Lecture for ISC’6
(delayed for COVID19)
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Technical Questions
Email: [email protected]
Documentation
website: www.marchetti-dmt.it
Commercial Information
E-shop: www.marchettidilatometershop.com